Behavior of Fully Grouted Reinforced Concrete Masonry Shear Walls Failing in Flexure: Experimental Results

Shedid, Marwan; Drysdale, Robert G.; El‐Dakhakhni, Wael

doi:10.1061/(asce)0733-9445(2008)134:11(1754)

Cited by 90 publications

(23 citation statements)

References 7 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The predicted capacity for SW2, which was subjected to an axial stress of 0.5 N/mm 2 and had an aspect ratio of 2.0, was overestimated by 18%. This could be due to the fact that the cyclic loading test created residual stresses in the reinforcement and resulted in increased damage to the masonry [4]. General wall behavior is summarized in Table 4.…”

Section: Failure Models and Load-displacement Hysteresis Diagramsmentioning

confidence: 99%

“…The first type is a flexural failure, which is defined by the presence of crushing the masonry in the plastic hinge region or the tensile yielding of the vertical reinforcement [3][4][5][6][7][8]. This type of failure is preferred due to its efficiency in energy dissipating and providing more ductility through yielding of flexural reinforcement and inelastic deformation of the masonry.…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Experimental Studies on the Behavior of a Newly-Developed Type of Self-Insulating Concrete Masonry Shear Wall under in-Plane Cyclic Loading

Mohamad

Chen

2017

Applied Sciences

View full text Add to dashboard Cite

Abstract:This study aimed to investigate the inelastic behavior of a newly-developed type of self-insulating concrete masonry shear wall (SCMSW) under in-plane cyclic loading. The new masonry system was made from concrete blocks with special configurations to provide a stronger bond between units than ordinary concrete masonry units. A total of six fully-grouted SCMSWs were prepared with different heights (1.59 to 5.78 m) and different vertical steel configurations.The developed masonry walls were tested under in-plane cyclic loading and different constant axial load ratios. In addition, the relationship between the amount of axial loading, the amount of the flexural reinforcement and the wall aspect ratios and the nonlinear hysteretic response of the SCMSW was evaluated. The results showed that the lateral load capacity of SCMSW increases with the amount of applied axial load and the amount of vertical reinforcement. However, the lateral load capacity decreases as the wall aspect ratio increases. The existence of the boundary elements at the SCMSW ends increases the ductility and the lateral load capacity. Generally, the SCMSW exhibited predominantly flexural behavior. These results agreed with those reported in previous research for walls constructed with ordinary units.

show abstract

Section: Failure Models and Load-displacement Hysteresis Diagramsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Experimental Studies on the Behavior of a Newly-Developed Type of Self-Insulating Concrete Masonry Shear Wall under in-Plane Cyclic Loading

Mohamad

Chen

2017

Applied Sciences

View full text Add to dashboard Cite

show abstract

“…To obtain the baseline stress-strain relation for masonry with the Kent-Park model, data from select fully grouted reinforced masonry cantilever walls tested by Ahmadi (2012), Sherman (2011), Kapoi (2012), Shedid et al (2008), and Shing et al (1991) are considered. Each wall was modeled with a beam-column element that had a predetermined plastic-hinge length (Scott and Fenves, 2006) corresponding to the effective plastic-hinge length of the wall, which is assumed to be 20% of the wall height as recommended for reinforced masonry wall analysis in NIST (2010a).…”

Section: -16 9: Reinforced Masonry Walls Gcr 17-917-45mentioning

confidence: 99%

Recommended modeling parameters and acceptance criteria for nonlinear analysis in support of seismic evaluation, retrofit, and design

2017

View full text Add to dashboard Cite

PrefaceIn September 2014, the Applied Technology Council (ATC) commenced a task order project under National Institute of Standards and Technology (NIST) Contract SB1341-13-CQ-0009 to conduct comprehensive review of the generalized component models published in the current ASCE/SEI standard and relevant research, and develop recommendations for improvement . The need for defining parameters for nonlinear force-deformation models for components, elements, or assemblies is identified as a high-priority research and development topic in NIST GCR 14-917-27 report, Nonlinear Analysis Study and Development Program for Performance-Based Seismic Engineering, (NIST, 2013b) which outlines a research and development program for addressing the gap between state-of-the-art academic research and state-of-practice engineering applications for nonlinear structural analysis, analytical structural modeling, and computer simulation in support of performance-based seismic engineering. Buildings (ASCE, 2014), is widely used by designers for evaluating and upgrading existing buildings. The component models in the current standard were developed for use in existing building analysis, but they have also become widely employed in new building analysis. The purpose of this report is to recommend broad improvements to seismic nonlinear modeling and acceptance criteria requirements for different structural systems. The current standard, ASCE/SEI 41-13, Seismic Evaluation and Retrofit of Existing List of Tables xxviiThis publication is available free of charge from: https://doi.org/10.6028/NIST.GCR.17-917-45 List of Tables Executive SummaryThis report presents recommended hysteretic relationships for use in nonlinear seismic analysis in support of performance-based seismic design and evaluation projects. The primary intended audience for this report are committee members engaged in the development of building code requirements for the use of nonlinear analysis in design, though individual engineers engaged in performance-based engineering projects may find the information presented herein useful.Nonlinear static and dynamic analysis are commonly used by engineers to assess the probable performance of existing buildings and to design major new buildings. The most comprehensive guidelines presently available for performing nonlinear seismic analysis are contained in ASCE/SEI 41-13, Seismic Evaluation and Retrofit of Existing Buildings (ASCE, 2014). This guidance includes recommended backbone shapes and control points that describe the envelope of hysteretic response of various structural elements when subjected to ramped, fully-reversed, cyclic loading protocols. Most of these backbone recommendations are based on data available in the mid-1990s. Substantial additional research has been conducted since that time, enabling the development of updated backbones and control points for steel braced frame and moment frame, reinforced concrete shear wall and moment frame, and masonry and wood shear wall structur...

show abstract

“…A large proportion of this experimental research has been conducted using fully grouted RM walls (Brunner & Shing, 1996;El-Dakhakhni, Banting, & Miller, 2013;Ibrahim & Sutter, 1999;Kikuchi et al, 2004;Matsumura, 1988;Okamoto, Yamazaki, Kaminosono, Teshigawara, & Hirashi, 1987;Shedid, Drysdale, & El-Dakhakhni, 2008;Shing, Noland, Klamerus, & Spaeh, 1989;Shing, Schuller, & Hoskere, 1990;Sherman, 2011;Sucuoglu & McNiven, 1991;Sveinsson et al, 1985;Tomaževič, Lutman, & Petković, 1996;Voon & Ingham, 2006), while another considerable number have been conducted on the partially grouted typology (Chen, Hidalgo, Mayes, Clough, & McNiven, 1978;Dhanasekar & Haider, 2011;Elmapruk, 2010;Fattal, 1993;Ghanem, Essawy, & Hamid, 1992;Ghanem, Salama, Elmagd, & Hamid, 1993;Ingham, Davidson, Brammer, & Voon, 2001;Maleki, 2008;Minaie, Mota, Moon, & Hamid, 2010;Nolph & ElGawady, 2012;Schultz, 1994;Voon & Ingham, 2006;Yancey & Scribner, 1989). Other RM systems, traditionally developed in Europe, make use of perforated clay units combined with concentrated vertical reinforcement (da Porto, Mosele, & Modena, 2011;Haach, Vasconcelos, & Lourenço, 2010).…”

Section: Review Of the State-of-the-artmentioning

confidence: 99%

Prediction of the shear strength of reinforced masonry walls using a large experimental database and artificial neural networks

Aguilar

Sandoval

Adam

et al. 2016

Structure and Infrastructure Engineering

View full text Add to dashboard Cite

show abstract

Behavior of Fully Grouted Reinforced Concrete Masonry Shear Walls Failing in Flexure: Experimental Results

Cited by 90 publications

References 7 publications

Experimental Studies on the Behavior of a Newly-Developed Type of Self-Insulating Concrete Masonry Shear Wall under in-Plane Cyclic Loading

Experimental Studies on the Behavior of a Newly-Developed Type of Self-Insulating Concrete Masonry Shear Wall under in-Plane Cyclic Loading

Recommended modeling parameters and acceptance criteria for nonlinear analysis in support of seismic evaluation, retrofit, and design

Prediction of the shear strength of reinforced masonry walls using a large experimental database and artificial neural networks

Contact Info

Product

Resources

About